number: · pdf filenumber: 423 originally issued ... determined in accordance with aisi s100...

Number: 423

Originally Issued: 03/10/2017 Revised: 03/30/2019 Valid Through: 03/31/2019

The product described in this Uniform Evaluation Service (UES) Report has been evaluated as an alternative material, design or method of construction in order to satisfy and comply with the intent of the provision of the code, as noted in this report, and for at least equivalence to that prescribed in the code in quality, strength, effectiveness, fire resistance, durability and safely, as applicable, in accordance with IBC Section 104.11. This document shall only be reproduced in its entirety.

Copyright © 2017 by International Association of Plumbing and Mechanical Officials. All rights reserved. Printed in the United States. Ph: 1-877-4IESRPT • Fax: 909.472.4171 web: www.uniform-es.org • 4755 East Philadelphia Street, Ontario, California 91761-2816 – USA

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EVALUATION SUBJECT: STEEL DECK PANELS REPORT HOLDER NUCOR CORPORATION - VULCRAFT/VERCO GROUP

VULCRAFT GROUP 7205 Gault Avenue North Fort Payne, Alabama 35967 (256) 845-2460

VERCO DECKING, INC. a NUCOR Company 4340 North 42nd Avenue Phoenix, Arizona 85019 (602) 272-1347

CSI DIVISION: 05 00 00 – METALS CSI SECTION: 05 31 00 – STEEL DECK 05 31 13 – STEEL FLOOR DECKING 05 31 23 – STEEL ROOF DECKING 1.0 SCOPE OF EVALUATION 1.1 Compliance to the following codes & regulations:

2015 International Building Code® (IBC) 2012 International Building Code® (IBC) 2009 International Building Code® (IBC)

1.2 Evaluated in accordance with:

IAPMO EC 007-2015 1.3 Properties assessed:

Structural 2.0 PRODUCT USE: Steel deck panels are typically used as a component of horizontal or sloped floor and roof systems supporting vertical loads, in-plane diaphragm shears, and in-plane axial loads. The panels comply with requirements in IBC Sections 2210.1 and 2210.1.1. 3.0 PRODUCT DESCRIPTION 3.1 Product information 2.0D, 2.0DA, 3.5D and 3.5DA steel deck panels are cold-formed from steel conforming to ASTM A653 or A1063 SS Grade 40 minimum. The panels are made from No. 22, 20, 19, 18, 16, or 14 gage steel. 2.0D, 2.0DA, 3.5D and 3.5DA steel deck panel profiles are as indicated in Figure 1 of this report. Perforation patterns in the bottom flanges of 2.0DA and 3.5DA deck panels are as indicated in Figure 2. Panel descriptions are as follows:

1. 2.0D: 2-inch-deep (51 mm) non-acoustic deck panel.

2. 2.0DA: 2-inch-deep (51 mm) acoustic deck panel with perforations in the bottom flanges.

3. 3.5D: 3.5-inch-deep (89 mm) non-acoustic deck panel.

4. 3.5DA: 3.5-inch-deep (89 mm) acoustic deck panel with perforations in the bottom flanges.

3.2 Deck Panel Connections 3.2.1 Welds: Welds may be used to attach steel deck panels to supporting members and to attach the sidelaps of steel deck panels to each other in accordance with AISI S100 and AISI S310. The minimum tensile strength of the weld filler shall be designated as a minimum of 60 ksi (413.7 MPa) and comply with the appropriate AWS standard. 3.2.2 Power Actuated Fasteners (PAF’s): Power actuated fasteners may be used to attach steel deck panels to supporting members in accordance with the Steel Deck Diaphragm Design Manual 3 (SDI DDM03). The fasteners shall be designed to attach steel deck panels to supporting members and shall be described in a current evaluation report issued by an approved and accredited evaluation service. 3.2.3 Self-Drilling Screws: Self-drilling screws may be used to attach steel deck panels to supporting members and to attach the sidelaps of steel deck panels to each other in accordance with AISI S100 and AISI S310. The screws shall be manufactured in accordance with SAE J78 and shall be compliant with ASTM C1513. 4.0 DESIGN, INSTALLATION AND INSPECTIONS 4.1 Design 4.1.1 Out-of-Plane Loads: Steel deck panels may be used to resist out-of-plane loads by either Allowable Strength Design (ASD) or Load and Resistance Factor Design (LRFD). Out-of-plane load capacity of deck panels shall be determined using engineering mechanics and deck panel section properties presented in the tables of this report. Deck panel section properties are determined in accordance with AISI S100 Chapter B and engineering mechanics. The imposed loads on the steel deck panels shall not exceed the ASD or LRFD strengths determined in accordance with this report. Deflections resulting from out-of-plane load shall comply with Section 1604.3 of the IBC.

Number: 423


of 19

4.1.2 Reactions: Reaction capacity of deck panels is governed by either web crippling capacity or web shear capacity presented in this report. Web crippling capacity is determined in accordance with AISI S100 Section C3.4. Deck panel shear strength of deck panel webs are determined in accordance with AISI S100 Section C3.2. 4.1.3 In-Plane (Diaphragm) Shear Strength and Stiffness: Steel deck panels may be used to resist ASD or LRFD in-plane shear loads and provide stiffness. The in-plane shear capacity of steel deck panels is influenced by panel geometry, support fastener shear strength and stiffness, and applicable out-of-plane loads, and shall be determined in accordance with AISI S310. 4.1.4 Axial Loads: Steel deck panels may be used to resist ASD or LRFD tensile and compressive axial loads in the longitudinal direction. The axial capacity of steel deck panels is influenced by panel geometry, support fastener shear strength, and applicable out-of-plane loads and shall be determined in accordance with AISI S100. 4.1.5 Openings, Holes or Penetrations through Steel Deck: The registered design professional may submit design calculations and opening details to the building official for approval based on the principles of engineering mechanics for openings, holes or penetrations. 4.1.6 Supporting Member Materials: Supporting members shall comply with the requirements of AISI S310. 4.2 Installation: Steel deck panel erection sequence and installation method is the responsibility of the contractor(s) performing installation of the steel deck panels. Installation shall be in accordance with this report, ANSI/SDI-RD1.0 and ANSI/SDI-NC1.0, and all welds shall comply with AWS D1.3. Where conflicts occur, the more restrictive shall govern. Additional installation information is available in the Steel Deck Institute (SDI MOC) Manual of Construction with Steel Deck and manufacturer’s recommendations. Mechanical fasteners shall be installed in accordance with the manufacturer’s current evaluation report issued by an approved and accredited evaluation service. 4.3 Inspections: Special inspection is required in accordance with 2015 and 2012 IBC Section 1705.2.2 or 2009 IBC Section 1704.3. 4.3.1 Jobsite Welding: Periodic special inspection for welding shall be in accordance with 2015 IBC Section 1705.2.2, 2012 IBC Section 1705.2, or 2009 IBC Section 1704.3. Prior to proceeding, the welder shall demonstrate the ability to produce the prescribed weld to the special inspector’s satisfaction. The inspector’s duties include verification of materials, weld preparation, welding procedures, and welding processes. 4.3.2 Periodic Special Inspection: Periodic special inspections for screw and power-actuated fastener

connections are required where the steel deck systems are used in a seismic-force-resisting system in structures assigned to Seismic Design Category C, D, E or F in accordance with 2015 IBC Section 1705.12, 2012 IBC Section 1705.11, or 2009 IBC Section 1707; or a wind-force resisting system in areas described in 2015 IBC Section 1705.11, 2012 IBC Section 1705.10, or 2009 IBC Section 1706.1. 5.0 CONDITIONS OF USE The steel deck panels described in this report comply with, or are suitable alternatives to what is specified in, those codes listed in Section 1.1 of this report, subject to the following conditions: 5.1 The decks are manufactured, identified and installed in accordance with this report, the approved plans and Vulcraft’s or Verco’s published installation instructions. If there is a conflict between this report and the published installation instructions, the more restrictive governs. 5.2 Calculations and details demonstrating that the loads applied to the decks comply with this report shall be submitted to the code official for approval. Calculations and drawings must be prepared, signed, and sealed by a registered design professional where required by the statutes of the jurisdiction in which the project is to be constructed. 5.3 Special Inspections are required in accordance with Section 4.3 of this report. 5.4 Diaphragm Design: When steel deck panels are used as the stressed skin shear carrying element of a horizontal or sloped diaphragm as defined in Sections 202 and 1602 of the IBC, the diaphragm length and width shall be limited by one of the following: engineering mechanics; applied loads; shear capacity of the diaphragm; diaphragm shear deflection limited by the requirements of ASCE 7 in Sections 12.8.6 entitled, “Story Drift Determination”; or Section 12.12 entitled, “Drift and Deformation”. Shear deflection shall be based on the shear stiffness for the steel deck diaphragm and equations of mechanics. Common shear web deflection equations shown in Figure 5 may be used. The use of steel deck diaphragms for vertical diaphragms (shear walls) is beyond the scope of this report. 5.5 Fatigue Loads: Steel deck shall not be used in conditions subject to loads that are predominately cyclic in nature unless a licensed design professional submits substantiating calculations to the Building Official in accordance with AISI S100 Chapter G. 5.6 Fire-Resistance Ratings: Use within fire-resistive assemblies is beyond the scope of this report.

Number: 423


of 19

5.7 Sound Transmission Performance: Acoustic performance is beyond the scope of this report. 6.0 EVIDENCE SUBMITTED Data in accordance with the IAPMO Uniform Evaluation Service Evaluation Criteria EC007-2015, Evaluation Criteria for Steel Composite, Non-composite, and Roof Deck Construction. 7.0 IDENTIFICATION Each bundle of deck panels are identified with a visible label. The label includes the manufacturer’s name (Vulcraft or Verco Decking, Inc.), production location (Alabama) and address, evaluation report number, deck type, steel specification, base metal thickness and gage, one of the IAPMO ES Marks of Conformity noted below, and evaluation report number (ER-423).

or IAPMO ER #423

8.0 STATEMENT OF RECOGNITION This evaluation report describes the results of research carried out by IAPMO Uniform Evaluation Service on Vulcraft/Verco Group Steel Floor Decking and Steel Roof Decking.

Brian Gerber, P.E., S.E. Vice President, Technical Operations

Uniform Evaluation Service

Richard Beck, PE, CBO, MCP Vice President, Uniform Evaluation Service

GP Russ Chaney CEO, The IAPMO Group

For additional information about this evaluation report please visit www.uniform-es.org or email at [email protected]

Table10‐NominalShearStrengthandFlexibilityof3/8"x1"LongArcSeamWeldSidelapConnection

Figure5‐DiaphragmShearWebDeflectionEquations

DefinitionofSymbols

Figure1‐DeckProfiles

Figure2‐AcousticDeckPerforationPatterns

Figure3‐AttachmentPatterns@SupportsandApproximateFastenerLocations

Table1‐DeckSectionProperties

Table2‐DeckStrengthandStiffness

Table3‐ReactionCapacitiesbasedinWebCripplingandWebShearStrength

TableA‐ASDSafetyFactorsandLRFDResistanceFactorsforGravityandUplift

TableB‐ASDSafetyFactorsandLRFDResistanceFactorsforDiaphragmCapacity

Table6‐NominalShearStrengthofHiltiPAF,PneutekPAFand#12ScrewSupportConnection

Table7‐HiltiPAF,PneutekPAFand#12ScrewSupportConnectionFlexibility

Table8‐NominalTensileStrengthofHiltiPAF,PneutekPAFand#12ScrewSupportConnectionControlledbyPull‐over

Table9‐NominalShearStrengthandFlexibilityof#8,#10,#12and#14ScrewSidelapConnection

19

9

12‐13

8

8

14

15

16

17

18

19

5

6

Table5‐HiltiPAF,PneutekPAFand#12ScrewFastenerProperties

6

7

TABLEOFCONTENTS

10

11

PageTopic

Table4‐ArcSpotWeldShearStrength,TensionStrengthandFlexibilityforDeckSupportConnection

Number: 423

Originally Issued: 03/10/2017 Valid Through: 03/31/2018 of 19

rw Bendradiusofweb/flangetransition,1/8in. in.

kip‐ft/ft

Units

Ie+ Positiveeffectivemomentofinertia

Nominalbucklingstress ksi

Flatwidthofweb

Idm Effectivemomentofinertiafordeflectionduetouniformloadsformultiplespan

Pns

Pnov Nominaltensilestrengthofsupportconnectioncontrolledbypull‐over kip

Ss Sidelapfastenerstiffness

Sf

in.WarpingFactor(Constant)D

Yieldstressofsteel,40ksi

in.

Fy

hw

Negativeeffectivemomentofinertiafordeflectionduetouniformloadsforsimplespan in4/ft

ϕ ResistanceFactor

yb Distancefromextremebottomfibertoneutralaxisofgrosssection in.

ϴ Webanglerelativetothedecksupport degrees

Ω SafetyFactor

yt Distancefromextremetopfibertoneutralaxisofgrosssection in.

psfWeightofsteelpanelwdd

ϕV

E ksiModulusofElasticityofSteel,29,000ksi

t Basesteelthicknessofpanel in.

Nominalshearstrengthofasidelapconnection kip

Positivenominalflexuralstrengthofsection

Se+ Positiveelasticsectionmodulusofeffectivesection in3/ft

in4/ft

Ix

r Radiusofgyrationoffullunreducedsection

Structuralsupportconnectionflexibility

LRFDavailablereactioncapacityatsupportbasedonwebshear lb/ft

Fn

Id+ Positiveeffectivemomentofinertiafordeflectionduetouniformloadsforsimplespan in4/ft

Fu Tensilestrengthofsteel,55ksi ksi

Variable

Ag Grossareaofsection in2/ft

ksi

Negativeeffectivemomentofinertia in4/ft

Fxx Tensilestrengthofelectrodeclassification,60ksi ksi

Momentofinertiaoffullunreducedsection

Description

kip

Mn+

R/Ω lb/ft

V/Ω ASDavailablereactioncapacityatsupportbasedonwebshear

in./kip

lb/ft

Se‐ Negativeelasticsectionmodulusofeffectivesection in3/ft

ASDavailablereactioncapacityatsupportbasedonwebcrippling

ϕR LRFDavailablereactioncapacityatsupportbasedonwebcrippling lb/ft

Tn

kip‐ft/ftMn‐ Negativenominalflexuralstrengthofsection

in.

DEFINITIONOFSYMBOLS

Nominaltensileaxialstrengthofpanel kip/ft

Pn Nominalaxialstrengthofpanel kip/ftPno NominalaxialstrengthofpanelwithFn=Fy kip/ftPnf Nominalshearstrengthofasupportconnection kip

Pnt Nominaltensionstrengthofasupportconnection

in./kip

in4/ft

in4/ft

Ie‐

Id‐

Number: 423


FIGURE2:ACOUSTICDECKPERFORATIONPATTERNS

ApplicableProfiles3.5DA203.5DA193.5DA183.5DA16

FIGURE1:DECKPROFILES

2.0Dand2.0DA

3.5Dand3.5DA

ApplicableProfiles2.0DA222.0DA202.0DA192.0DA182.0DA16

ApplicableProfile3.5DA14

Number: 423


3.5Dand3.5DA

2.0Dand2.0DA

FIGURE3:ATTACHMENTPATTERNS@SUPPORTSANDAPPROXIMATEFASTENERLOCATIONS

Number: 423


a. ValuestakenfromAISIS100‐2012

a. Panelbucklingisconsideredout‐of‐planebucklingandnotlocalbucklingatfasteners.

b. Formechanicalfastenersotherthanscrews,Ωshallnotbelessthanthevaluesforscrews.

c. Formechanicalfastenersotherthanscrews,ϕshallnotbegreaterthanthevaluesforscrews.

d. ReferenceAISIS310‐2013

ASD,Ω

PanelBucklingaConnectionRelated

0.65

0.60

LRFD,ϕASD,ΩLRFD,ϕ

TABLEA:ASDSAFETYFACTORSANDLRFDRESISTANCEFACTORSaFORGRAVITYANDUPLIFT

LoadTypeorCombinationsIncluding

Others

Wind

Earthquake

ConnectionType

Welds

Screwsb,c

Welds

WebCrippling

End Int. End Int.

OneFlangeLoading

TwoFlangeLoading

WebShear

FactorBendingStrength

1.67

0.90LRFD,ϕ 0.90 0.85 0.85 0.85

ASD,Ω 1.70 1.75 1.80 1.75 1.60

0.95

Screwsb,c

Welds

Screwsb,c

LimitState

3.00

2.50

2.65

0.65

TABLEB:ASDSAFETYFACTORSANDLRFDRESISTANCEFACTORSdFORDIAPHRAGMCAPACITY

0.702.35 0.802.00

2.50

0.55

Number: 423


Where:

FIGURE5:DIAPHRAGMSHEARWEBDEFLECTIONEQUATIONS

P=

qave=

L1=

DiaphragmLength(ft)

DistancetoPointwhereDeflectionisCalculated(ft)

ConcentratedLoad(lbs)

SimpleBeamatCenter

PointLoad,P

f=

G'=

L=

DepthofDiaphragm(ft)

FlexibilityFactor(micro‐in/lb)

StiffnessFactor(kips/in)

CantileverBeamatEnd

LoadingCondition

PointLoad,P

UniformLoad,w

UniformLoad,w

TypeofLoad

∆w=

UniformLoad(lbs/ft)w=

WebDeflection(in.)

AverageShearinDiaphragm(lbs/ftoverLength,L1)

b=

RelationshipBetweenFlexibilityFactorandStiffnessFactor

UniformLoad,w

PointLoad,P

CantileverBeamatEnd

SimpleBeamat1/3Points

ShearDeflection

SimpleBeamatCenter

SimpleBeamatL1

∆w · L8 · b · G′

∆q · L

G′

∆P · L

4 · b · G′

∆w · L8 · b · G′

∆w · L2 · b · G′

∆P · Lb · G′

f1000G′

Number: 423


1.

DeckType

BasicProperties

3.5DA14

3.5DA18

3.5DA16

3.5DA20

3.5DA19

3.5D14

3.5D19

3.5D18

0.0358

0.0418

0.0474

0.0598

0.0747

5.13

0.0747

3.80

2.822.0DA19

2.0DA18

2.0DA20

3.5D16

0.0358

3.227

1.838

TABLE1:DECKSECTIONPROPERTIES1

0.359

0.447

0.532

0.612

0.791

0.697 1.339

1.342

0.693 1.337

3.43

0.889

1.009 0.704

0.700

EffectiveSectionProperties@Fy=40ksi

EffectiveMomentofInertiaforDeflection@ServiceLoad

0.472

0.626

UniformLoadOnly

1.683

Se‐in3/ft

0.387

Idmin4/ft

Id‐in4/ft

0.345

0.435

0.523

0.272

0.334

0.394

0.472

0.551

Se+in3/ft

0.551

1.698

1.691

Id+in4/ft

Ie‐in4/ft

GeometryforWebCrippling

0.3860.272

0.343

0.551

0.387

Ie+in4/ft

0.792

1.894

100.4

100.6

2.152

3.267 109.0 2.719

108.7

0.485

0.551

1.954 1.587

2.098

3.133

2.272

2.968

1.350

3.293

0.980

1.317

0.657 1.477

0.472

0.626

2.533

3.049

0.458 0.485

0.551

1.430

1.950

1.762

3.831

1.531

0.697

2.415

2.096

3.955

0.340

0.837

1.677

0.340

0.415

0.576

0.258

3.293

3.286

1.683

1.677

108.4

0.792

0.339

0.450101.1

100.8

0.794

1.408

1.350

1.407

1.407

1.407

0.766 0.317

2.8673.115 3.133

100.4 0.310

0.385100.6

1.662

1.696 1.822

3.955

1.5311.325

109.3

1.408

0.374

0.427

0.934

3.948

0.528

0.684

1.646

1.967

1.762

0.697

0.485

0.551

0.697

0.445

0.516

1.524

1.845

6.27

0.677

2.4152.1541.266

1.600

2.002

2.210

2.508

3.170

3.968 3.763

2.368

0.546

1.070

1.377

1.751

0.781

1.843

1.639

1.350

1.697

2.039 2.096

3.236

1.591

1.598

1.681

101.6

1.392

1.395

1.402

0.6260.605

2.748

1.192

1.506

4.06

3.57

0.899

1.050

3.06

2.147

1.584

2.150

1.411

1.588

1.952

1.915

2.174

1.116

5.44

6.81

4.31

2.158

2.164

1.956

1.962

0.708

1.343

0.415

0.0418

0.0418

0.0474

0.0598

0.0474

0.0598

0.0358

3.25

1.349

0.808

0.940

0.828

3.20

4.04

0.341

0.7110.0598 4.34

1.980.0295

2.0D20

2.0D19

1.188

0.955

0.818

0.825

1.389

1.227

1.229

1.235

0.485

0.551

0.697

1.891

0.815

3.03

2.41

2.0DA16

3.5D20

1.276

0.5832.0DA22

2.0D18 0.0474

0.788

0.765

101.6

0.811

1.222

1.225

0.791

0.294

0.370

1.662

1.698

1.691

tin.

0.0295

0.0358

0.0418 0.551

0.388

0.472

Ixin4/ft

Agin2/ft

2.13

2.59

0.626

0.761

2.0D16

0.626

0.792

2.0D22

2.060 2.098

2.719

3.227

1.241

1.500

2.704

3.223

2.425

0.928

109.3

108.6

108.7

109.0

101.1

3.286

3.280

3.280

3.267

3.251

ytin

ybin.

GrossSectionProperties

ϴdeg.

wdd

psfrin.

hwin.

0.676

0.787

0.788

0.787

0.788

3.251

0.415

0.792

1.351

1.325

108.4

108.6

0.765 100.8

0.415

2.956

1.8221.775

DecksmadefromASTMA653orA1063SSGR40(min.)steelwithminimumFy=40ksiandFu=55ksi.

1.742

0.655

0.797

0.934

1.255

1.624

0.406

0.463

0.587

0.261

0.330

0.391

0.445

0.564

0.766

0.766

Originally Issued: 03/10/2017

Number: 423

Valid Through: 03/31/2018 of 19

1.

19.95 17.67 15.76

4962

3502

2791

3.113 3.093 47.68 22.00

4.183 4.137

35.18 31.99 28.86 25.83 22.70

18.37

7.01

9.27

8.28 7.60

38.37

60.24

10.55

3.93

5.71 4.98

14.15

9.97 9.06

24.71

12.77

16.40 14.74 13.34 12.14 11.10 10.18

11.74 10.81

11.58

7.98 7.45 6.98

17'

5.75

7559

5992

465

7.17

8.29

Din.

9.00

21'

14.08

1639

1226

972

805

568

4905

4062

10.86

22'

6189

2867

2041

4.37

5.98

TABLE2:DECKSTRENGTH1ANDSTIFFNESS

0.907

1.313 35.56

1.500

Mn+

k‐ft/ft

2.60

3.04

1343

1005

796

660

3.81 3.36 2.96

3.464.61 3.97

Din.

Pn[Forlaterallyunbraced(span)LengthinFeet],kip/ft

16'

5.94 5.05 4.36

7.76

9.81

14.71 8.94

8.60 7.32 6.15

11.78

17.32

23.45

11.05 10.46

13.87 13.00 12.11

27.31 25.40

16.18 15.01

21.37

9.20

15'12'

4' 5' 6' 7' 8' 9'

4.79

5.24

6.63

8.56 6.55 6.13

16' 20'

4.52

Pn[Forlaterallyunbraced(span)LengthinFeet],kip/ft

10'

3.46

11.20 10.40 9.64

19.47

12.70

43.84

7.03 6.49

14.06

8.12

20.08 16.67 15.29

9.84

6.187.53

18.25

6.58 5.80

13.77 12.66 11.68 10.74

5.44 5.10

19.05 17.11 15.47 12.84

8.32

40.36

33.12

1.057 28.32

25.04

0.860 23.32

0.907

7.55

13.05

18.42

Mn‐

k‐ft/ftTn

kip/ft

0.870

1.100

2.603 38.20

47.521.880

2.0D18

2.0D16

1.247

1.920

2.0D22

2.0D20

2.0D19

1.303

1.143

1.353

1.543

1.957

1.113 30.44

22.21

12.79

12.38 11.68 10.94 8.76

8.06

30.83 27.70

14.89 13.88

7.03

9.43

8.55

5.413 5.000 73.72 52.56

25.9527.53

2.790 3.113 44.64

9.87

13.67

9.46

29.16

20.46

35.96

2.647 16.74 13.05

40.71

2.190

15.51

30.80

16.26

3.5DA14

3.5DA18

3.5DA16

10.16

20.60

17.65 16.78 15.86

5.807 5.837 80.08 58.42

2.183

37.38 34.07

24.21 22.42

4.390

Tnkip/ft

20.18

50.64 25.653.567

DeckType

3.5D19

3.5DA20

3.5DA19

11.80

42.00

35.44

14.883.5D20

Pnokip/ft

Mn‐

k‐ft/ft

15.80 13.19

21.42

15.91

26.92

36.59

2.657

2.0DA19

2.0DA20

1.423 37.601.4832.0DA18

10.40

7.28

11' 13' 14'

30.18

12.15 11.62

14.87

29.9733.24

22.75 20.03

3.20

3.82

4.35

40.00 26.42 22.76 19.18 5.50

10.52 5.52 4.61 2.609.58 8.29 7.48 6.59 3.91 2.31 2.08

14.52 8.48

13' 14'

19'

9.26 7.78

15'

6.20

12'

3.38 2.95

5.35

5.597.30 6.36 4.94

7.1811.19 9.62 8.33 6.26

18'

27.09 23.75 20.34 17.01

14.05

18.69

22.32

7.10

10.60 8.70

20.01

13.83

10' 11'

9.01

17.51 14.98 12.51

17.01

9.9917.25

11.20

11.89

51.04

Mn+

k‐ft/ft

2.253

3.2673.5D18

2.0DA22

2.0DA16 1.820

10.27

3.5D16

3.5D14

8.67

4.590 64.00 39.47

9.02

6.09 5.25 4.58 3.58

10.30 8.60 4.827.31 6.29 5.48 4.28

11.9630.21 25.25

7.17 4.0316.61 15.42 14.04 12.42 10.44

24.59 21.44 19.63 17.28 14.87 12.51

DeckType

4.184.85 3.64

Pnokip/ft

11.07 2.85 2.5510.15 9.14 6.84

18.88 8.59

13.14

SafetyandresistancefactoresaregivenbyTablesAorBasapplicable.TheavailablestrengthiscomputedbydividingthenominalvaluebyΩormultiplyingthenominalvaluebyϕasapplicable.

5.71 3.2111.81 8.06

Originally Issued: 03/10/2017

Number: 423

Valid Through: 03/31/2018 of 19

End Int. End Int. End Int. End Int.

576 940 639 1118 882 1398 977 1663

718 1133 757 1373 1098 1686 1159 2042

827 1282 849 1568 1265 1907 1298 2333

918 1407 925 1733 1405 2093 1416 2578

999 1517 993 1878 1528 2257 1519 2794

1006 1527 999 1891 1539 2272 1529 2813

826 1355 966 1631 1264 2016 1478 2427

1021 1621 1136 1987 1563 2411 1739 2955

1171 1825 1267 2260 1791 2714 1939 3361

1297 1996 1377 2489 1984 2970 2107 3703

1408 2148 1474 2692 2154 3195 2256 4004

1415 2158 1481 2706 2165 3210 2266 4025

1102 1815 1340 2203 1686 2701 2050 3277

1353 2157 1566 2665 2070 3208 2395 3965

1546 2419 1739 3020 2365 3598 2660 4493

1708 2640 1885 3319 2613 3927 2883 4937

1851 2834 2013 3583 2832 4216 3080 5329

1858 2843 2019 3595 2842 4230 3089 5348

1390 2300 1742 2807 2127 3422 2665 4176

1698 2718 2024 3378 2598 4043 3097 5025

1934 3039 2241 3816 2960 4520 3429 5677

2134 3309 2424 4186 3264 4922 3708 6226

2309 3547 2585 4511 3533 5276 3954 6710

2314 3554 2589 4520 3540 5286 3961 6724

2137 3563 2816 4387 3270 5300 4308 6526

2585 4168 3240 5227 3954 6200 4957 7775

2928 4632 3566 5871 4480 6891 5456 8733

3217 5024 3841 6414 4923 7473 5876 9541

3469 5364 4079 6886 5307 7979 6241 10243

3469 5364 4079 6886 5307 7979 6241 10243

SeePage12forfootnotes.

BearingLengthin.

LRFD1ASD1

DeckType

TABLE3:REACTIONCAPACITIESBASEDONWEBCRIPPLINGANDWEBSHEARSTRENGTH2,3,4

2.0D22&2.0DA22 4.00

5.00

1.00

2.00

3.00

6.00

1.00

2.0D18&2.0DA18

2.0D16&2.0DA16

5.00

6.00

1.00

2.00

3.00

4.00

2.0D20&2.0DA20 4.00

6.00

6.00

1.00

2.00

3.00

4.00

5.00

5.00

6.00

1.00

2.00

3.00

4.00

2.0D19&2.0DA19

5.00

5841

4671

4136

3557

2944 4475

5407

6286

7100

8878

2.00

3.00

WebCrippling,R/Ω(lb/ft)

OneFlangeLoading

TwoFlangeLoading

OneFlangeLoading

TwoFlangeLoading

WebCrippling,ϕR(lb/ft)WebShearStrengthV/Ω(lb/ft)

WebShearStrengthϕV

(lb/ft)

Number: 423


End Int. End Int. End Int. End Int.

693 1185 714 1376 1060 1762 1092 2047

794 1333 796 1565 1215 1984 1218 2328

880 1459 865 1724 1346 2170 1324 2564

955 1570 926 1864 1461 2335 1417 2773

1023 1670 981 1991 1566 2484 1501 2962

1117 1807 1057 2165 1708 2688 1617 3220

925 1577 1000 1855 1415 2346 1530 2760

1056 1768 1111 2102 1616 2630 1699 3127

1167 1930 1204 2310 1786 2871 1842 3437

1265 2072 1286 2494 1935 3082 1968 3710

1353 2201 1360 2660 2071 3273 2081 3956

1510 2429 1492 2954 2311 3613 2283 4394

1168 1989 1310 2362 1787 2959 2004 3514

1330 2224 1450 2669 2035 3308 2218 3969

1467 2422 1568 2927 2244 3602 2399 4354

1588 2596 1672 3154 2429 3861 2559 4692

1697 2753 1766 3360 2596 4096 2703 4998

1890 3033 1934 3725 2892 4512 2958 5541

1793 3054 2137 3679 2744 4542 3270 5473

2032 3394 2352 4133 3108 5048 3599 6148

2233 3681 2533 4515 3416 5475 3876 6717

2410 3933 2693 4852 3687 5851 4120 7218

2569 4162 2837 5157 3931 6191 4341 7671

2854 4567 3093 5697 4366 6794 4733 8475

2721 4637 3417 5653 4163 6898 5228 8409

3065 5125 3739 6314 4690 7623 5720 9393

3356 5535 4011 6872 5135 8234 6136 10222

3612 5897 4250 7363 5526 8772 6502 10952

3843 6225 4466 7806 5880 9259 6833 11612

4254 6805 4850 8595 6509 10123 7421 12784

1.

2.

3.

4.

4.00

5.00

ASD1 LRFD1

OneFlangeLoading

WebShearStrengthϕV

(lb/ft)

TABLE3CONTINUED:REACTIONCAPACITIESBASEDONWEBCRIPPLINGANDWEBSHEARSTRENGTH2,3,4

6.00

3.5D18&3.5DA18

2.00

3.00

8.00

4.00

5.00

3.5D20&3.5DA20

2.00

3.00

8.00

6.00

3.5D19&3.5DA19

2.00

3.00

8.00

1667410970

8.00

5501

7500

9644

133655.00

4.00

4934

6345

87923.5D16&3.5DA16

OneFlangeLoading

DeckType

BearingLengthin.

TwoFlangeLoading

WebShearStrengthV/Ω(lb/ft)

ConditionsoutsidethescopeofthistablemaybeevaluatedinaccordancewithAISIS100SectionsC3.2.1andC3.4.1.

Thebendradiusofweb/flangetransition,rw=1/8in.

2.00

TwoFlangeLoading

WebCrippling,R/Ω(lb/ft) WebCrippling,ϕR(lb/ft)

3619

6.00

4.00

3.00

6.00

3.5D14&3.5DA14

2.00

8.00

4.00

3.00

6.00

5.00

Reactioncapacityisminimumofwebcripplingandwebshearstrengthvaluesintable.

Thereactioncapacitiesarereactions(orconcentratedloads)appliedtobaredeck.

5.00

Number: 423


0.956

1.225

0.364

0.667

Pnfkips

DeckType Pnt

kips

3/4"VisibleDiameterArcSpotWeld

Sfin/kip

TABLE4:ARCSPOTWELDSHEARSTRENGTH,TENSIONSTRENGTHANDFLEXIBILITYFORDECKSUPPORTCONNECTION

DeckType

7/8"VisibleDiameterArcSpotWeld

Pnfkips

Sfin/kip

Pntkips

0.0334

2.0D18 4.030

2.0D19 3.582

2.0D20

0.0310

0.0338

0.03490.0061

2.0DA19 2.5112.463

2.0DA20 1.8722.127

2.062

2.949

1.201

2.770

2.0DA222.0D22 1.7680.0067

3.5D14 6.014 0.0042 4.196 3.5DA14 6.016

0.0056

0.0053

3.433

4.429

4.030

4.994

0.0056

3.5DA20

2.511

3.108

2.127

2.0D16 0.0047 3.433

3.1082.0DA18

0.0334

1.822

2.463

2.770

3.5D16

3.5D18

3.5D19 3.582

3.5D20 2.949

2.0DA16 0.0261

0.0061

0.0053

0.0047 3.5DA16 4.429

3.5DA18

4.994

0.667

0.9563.5DA19

1.872 0.0349

1.225

1.822

2.5390.0326

0.0261

0.0310

Number: 423


1.

2.

3.

4.

5.

6.

7.

0.375

0.281

0.157

1.000 1.000 1.000 1.000 1.000

3.909 5.641 6.175

3.020 3.838 2.345 3.385

MinimumEdgeDistance(in)1

0.500

0.177

SpecifiedProperties

0.2166

0.500 0.500 0.500

0.650

0.325

MaximumSubstrateThickness(in)

MinimumSubstrateThickness(in)

0.1990.1810.1730.144

0.1550.1130.2500.125

∞0.3120.2500.155

Hilti Pneutek

∞

MinimumSpacing(in)1 1.000

0.187

0.5000.5910.474

FastenerDesignation

Strengthofscrewsshallbeprovidedbymanufacturer.

240240

TensileStrengthbasedonMaterialstrength(kip)2

TensionstrengthoffastenerbasedonmaterialstrengthiscalculatedinaccordancewithAISIS100SectionE5.2.1.

Table5Notes:

240240260260

0.5000.5000.500HeadorWasherDiameter(in)

SupportThickness

5.033 6.397 7.465

ShankDiameter(in)

0.500 0.500

0.500

MinimumspacingandedgedistanceforScrewsandPowerActuatedFastenersisdeterminedinaccordancewithAISIS100SectionE4andE5.1respectively.

0.4157

Varies4

Varies4

Varies4

#5DrillPoint

0.0346"to3/16"

Selectappropriatescrewbasedonactualsubstratethickness.Thefollowingtableisprovidedasaguide,properselectionshouldbeverifiedbsedonthespecificfastenersused.

TensileStrengthofMaterial(ksi)

#3DrillPoint

1/8"to1/4"

1/8"to1/2"

Tabulatedvaluesarebasedonthis#12Screwheadorwasherdiameter.

3.705 4.479

#4DrillPoint

Tabulatedvaluesarebasedonthis#12Screwshankdiameter.

ShearstrengthoffastenerbasedonmaterialstrengthiscalculatedinaccordancewithAISIS100SectionE5.3.1.

ShearStrengthbasedonMaterialstrength(kip)3

#12Screws5

0.0385

X‐HSN24 X‐ENP‐19 SDK61 SDK63 K64 K66

TABLE5:HILTIPAF,PNEUTEKPAFAND#12SCREWFASTENERPROPERTIES

Number: 423


1.

0.0401

0.0893

K66K64SDK63SDK61X‐ENP‐19X‐HSN24

‐‐ ‐

2.111 2.130 2.171

MinimumSubstrateThickness(in.)

Fu=45ksi Fu=65ksi

0.0250

0.0303

0.0354

22

20

19

18

16

14

0.0506

0.0635

0.0361

0.0438

0.0511

Gage

0.0579

0.0731

1.7361.438 1.416

3.5DA14 ‐

1.881

3.5D19

3.5D18 2.345

3.5DA18

3.5DA16 1.839

‐

1.237

1.023

‐ ‐

2.033

‐ 2.396

1.595 1.457

1.436 1.395

1.211 1.151

2.0DA16

3.5D20 1.795 1.933

3.5D16

3.5D14

3.5DA20

2.209

1.881 2.111 2.130

3.5DA19

2.0DA20

2.0DA18

1.398 1.284

1.186 1.099

1.457

1.398

1.595

2.0D20

2.0D19

2.0D18

1.699

DeckType

2.345 2.403 2.985 3.101

1.814

1.237 1.540

1.151

1.436 1.395

1.023 1.211

2.345

2.0DA19

0.894

1.186 1.099

4.0762.924 3.149

2.348 2.529

2.107 2.203 2.6292.083 2.243

2.033 1.839

1.828 1.973

0.905

1.646 1.624

2.243

2.985 3.101

1.330

0.797 0.975

1.284

1.148

1.341

1.520

4.0763.686

2.348

1.109

Hilti Pneutek

2.812

1.603

1.828 1.973

2.629

0.964

1.795 1.933

0.966

1.199

1.416

0.946

1.148

2.403

2.345 2.812 3.686

2.683

2.171

2.251

‐ ‐ ‐ ‐

1.438 1.646 1.624 1.736

1.897

0.966

1.199

1.918

2.6832.083

2.0D22 1.489

2.529

2.107 2.203

2.209 2.251

1.527 1.711

2.924 3.1492.0D16

2.0DA22

Thefollowingminimumsubstratethicknessandtensilestrengthofsteel,Fuarerequiredtoattainthetabulatedstrengthsfora#12Screw:

2.396

#12Screws1

TABLE6:NOMINALSHEARSTRENGTHOFHILTIPAF,PNEUTEKPAFAND#12SCREWSUPPORTCONNECTION,Pnf(kip)

1.897

1.341

1.520

1.918

0.721

1.330

1.540

Number: 423


1.

Gage

‐ ‐

18 0.0579 0.0401

16 0.0731 0.0506

0.0051 0.0031

0.0368 0.0498

0.0325 0.0418 0.0506

0.0123

0.0057

0.0076

K66K64SDK63SDK61X‐ENP‐19X‐HSN24

Thefollowingminimumsubstratethicknessandtensilestrengthofsteel,Fuarerequiredtoattainthetabulatedflexibilityfora#12Screw:

0.0511

0.0925

0.0123

0.0147

2.0DA16

0.0138

2.0DA20

3.5D20

3.5D19

3.5D18

3.5D16

3.5D14

3.5DA20

2.0D16

2.0DA22

#12Screws

0.0498 0.0302

0.0308

‐ ‐

0.0511

0.0482

0.0123

0.0529

0.0060

0.0053

0.0048

0.0471

0.0051

0.0307 0.0465 0.0283 0.0358

‐ ‐

0.0302

0.0332

0.0482 0.0362

0.0490

0.0308

DeckType

TABLE7:HILTIPAF,PNEUTEKPAFAND#12SCREWSUPPORTCONNECTIONFLEXIBILITY,Sf(in/kip)

PneutekHilti

14 0.0893 0.0635

MinimumSubstrateThickness(in.)

Fu=45ksi Fu=65ksi

22 0.0361 0.0250

20 0.0438 0.0303

19 0.0511 0.0354

0.0159

0.0333 0.0490

0.0061

0.0066

2.0DA19

2.0DA18

0.0031 0.0123 0.0123

0.0147

2.0D20

0.0364

0.0293

0.0368

0.0034

0.0147

0.0307

0.0362

0.0040

0.0138

0.0313

0.0308 0.0368

0.01470.0037 0.01472.0D19

2.0D18 0.0138

3.5DA14

0.0298

0.0302

‐

3.5DA19

3.5DA18

0.0138

0.0037 0.0147 0.0147

0.0302

0.0301

3.5DA16

0.0159 0.0159

0.0123

0.0147

0.0138

2.0D22 0.01750.0175

0.0345

0.0138

0.0358

0.0366

0.03620.0298

0.0159

0.0283

0.0159

0.00690.0159 0.01590.0040

0.0044

0.0066

0.0073

0.0332 0.0465

0.0175

0.0064

0.0060

0.0053

0.1009

0.0471

0.0438

0.0529

0.0399

0.0159

0.0061

0.0175

0.01380.0057 0.0034

0.0345

0.0307

0.0380

0.0123

0.0123

‐ ‐

0.0366 0.0380

‐‐

0.0438

0.0069

0.0362

0.0064

0.0138

0.0307

0.0301 0.0333 0.0364

0.0313 0.0293

‐

Number: 423


1.623

1.727 1.719 1.893 1.893

3.5DA16

1.893

2.0D19

1.587 1.674 1.135 1.135

3.5DA14

3.5DA18

3.5D14 ‐ ‐

3.5DA19

2.0D20

1.853

1.893

#12Screws

1.307 1.379 0.771 0.771 0.771 0.771

1.5471.547

1.307 0.814

‐ ‐‐ ‐ ‐ ‐

1.995 2.346 2.393 2.393 2.393 2.393

3.5DA20

‐ ‐ ‐

1.135

1.606 1.436 1.547 1.547 1.547

1.477 1.132 1.135 1.135

1.547

‐

1.893

3.5D16

1.547 1.547

2.101 2.216 1.990 1.990 1.990

1.853 1.954 1.547 1.547

1.990

3.5D19

3.5D18

2.650 2.796 3.167 3.167 3.167 3.167

1.135

1.226

1.431

TABLE8:NOMINALTENSILESTRENGTHOFHILTIPAF,PNEUTEKPAFAND#12SCREWSUPPORTCONNECTIONCONTROLLEDBYPULL‐OVER,Pnov(kip)

2.0D18

2.0D16

2.0DA19

2.0DA18

1.477 1.132 1.135 1.135 1.1352.0DA20

1.547

1.727 1.719 1.893 1.893 1.893

1.606 1.436 1.547

0.771 0.771

1.954 1.547 1.547 1.547 1.547

2.0DA22

1.135

0.7710.771

2.650 2.796 2.047

1.010

1.226

1.431

1.623

3.167

1.990

3.167

1.010

3.167

Hilti PneutekDeckType K66K64SDK63SDK61X‐ENP‐19X‐HSN24

3.167

2.101 2.216 1.990 1.990 1.990

2.0D22

1.135 1.135

1.2263.5D20

1.995 2.346 2.393 2.393 2.393 2.3932.0DA16

1.587 1.674 1.135 1.135 1.135 1.135

2.047

1.431

1.623

2.047

2.558

1.226

1.431

1.623

2.047

2.558

Number: 423


1.102

1.264

1.409

1.711

‐

0.0073

0.0066

0.0061

0.0057

0.0051

0.0066

0.0061

0.0057

0.0051

‐

TABLE9:NOMINALSHEARSTRENGTH,Pns(kips)ANDFLEXIBILITY,Ss(in./kip)OF#8,#10,#12AND#14SCREWSIDELAPCONNECTION

DeckType

ScrewSizeandMinimumShankDiameter

#8(0.164") #10(0.190") #12(0.216") #14(0.250")

Pns Ss Pns Ss Pns Ss Pns Ss

0.0175 0.585 0.0175

2.0D20&2.0DA20 0.634 0.0159 0.682 0.0159 0.727 0.0159

2.0D22&2.0DA22 0.474 0.0175 0.510 0.0175 0.544

0.782 0.0159

2.0D19&2.0DA19 0.799 0.0147 0.861 0.0147 0.917 0.0147 0.987 0.0147

2.0D18&2.0DA18 0.965 0.0138 1.039 0.0138 1.108 0.0138 1.192 0.0138

0.0123 1.689 0.0123

3.5D20&3.5DA20 0.634 0.0159 0.682 0.0159 0.727 0.0159

2.0D16&2.0DA16 1.368 0.0123 1.472 0.0123 1.570

0.782 0.0159

0.0138

3.5D19&3.5DA19 0.799 0.0147 0.861 0.0147 0.917 0.0147 0.987 0.0147

3.5D18&3.5DA18 0.965 0.0138 1.039 0.0138 1.108 0.0138 1.192

2.0D16&2.0DA16

0.0110

2.0D19&2.0DA19

2.0D18&2.0DA18

2.0D22&2.0DA22

2.0D20&2.0DA20

DeckType

2.358

TABLE10:NOMINALSHEARSTRENGTH,Pns(kips)ANDFLEXIBILITY,Ss(in./kip)OF3/8"x1"LONGARCSEAMWELD

SIDELAPCONNECTION

0.925

1.102

1.264

1.409

1.711

SsPns

3.5D16&3.5DA16

3.5D14&3.5DA14

1.570

3.5D14&3.5DA14 1.819 0.0110 2.056 0.0110 2.192 0.0110

0.0123 1.689 0.01233.5D16&3.5DA16 1.368 0.0123 1.472 0.0123

3.5D19&3.5DA19

3.5D18&3.5DA18

3.5D20&3.5DA20

Number: 423


number: · pdf filenumber: 423 originally issued ... determined in accordance with aisi s100...

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